不同温度下改性聚氨酯混凝土单轴拉伸试验及本构关系

朱赫; 黄方林; 张爱品; 冯帆; 温伟斌

不同温度下改性聚氨酯混凝土单轴拉伸试验及本构关系

1.
中南大学　土木工程学院, 长沙 410075
2.
中铁开发投资集团有限公司, 昆明 650500
3.
湖南工程学院　建筑工程学院, 湘潭 411104

基金项目: 湖南省自然科学基金项(2021 JJ40710)；“中铁开投科技研究开发计划(2021-B类-04)”基金

详细信息

通讯作者:
温伟斌，博士后，副教授，博士生导师，研究方向为力学中的数值计算方法和桥梁结构设计　E-mail: wenwbin@126.com

中图分类号: U443.33
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出版历程
- 收稿日期: 2022-09-16
- 修回日期: 2022-10-25
- 录用日期: 2022-11-12
- 网络出版日期: 2022-11-29
- 刊出日期: 2023-08-15

Tensile properties and constitutive relation of modified polyurethane concrete at different temperatures

1.
School of Civil Engineering, Central South University, Changsha 410075, China
2.
China Railway Investments Group Limited, Kunming 650500, China
3.
School of Architectural Engineering, Hunan Institute of Engineering, Xiangtan 411104, China

Funds: Natural Science Foundation of Hunan Province, China (2021 JJ40710); Technology Research and Development Plan of China Railway

摘要

摘要: 改性聚氨酯混凝土是一种钢桥面铺装的新材料，具有较好的耐磨性、防水性，与钢材的黏结性较好，常温条件即可铺装成型，桥面铺装完毕后两小时即可通车。钢桥面铺装材料易受温度影响而产生破坏，其中拉伸破坏最为常见。作为一种新型混凝土，国内外对改性聚氨酯混凝土的拉伸性能和本构关系研究较少，对其与温度相关的本构关系研究尚处空白，阻碍该材料的进一步广泛应用。本文自主设计和制作了拉伸试验新试件和新试验夹具，与参考相关文献制作的试件进行了对比试验，发现新试件与新夹具组合的试验方案有效改善了加载过程中试件的局部应力集中效应，效果较好。本文使用自主设计的试验方案在-10℃、0℃、15℃、40℃和60℃五组温度下分别对改性聚氨酯混凝土进行单轴拉伸试验研究，得到其单轴拉伸应力-应变曲线和各种拉伸性能指标。试验结果表明，随温度的升高，改性聚氨酯混凝土的抗拉强度、拉伸弹性模量均呈减小趋势；峰值应变、断裂能密度和拉压比均呈增大趋势。其中60℃时的抗拉强度(3.95MPa)仅为15℃条件下(9.79MPa)的40.35%，受温度影响较为明显。提出了各拉伸性能指标的温度相关计算式。构建适用于改性聚氨酯混凝土的单轴拉伸本构关系，计算与试验结果吻合良好。为该材料未来的工程应用提供参考。1单轴拉伸试验试件(a)和试验夹具(b)的尺寸图
- 拉伸本构关系 /
- 抗拉强度 /
- 单轴拉伸试验 /
- 改性聚氨酯混凝土 /
- 温度
Abstract: The steel bridge deck pavement materials are susceptible to damage caused by temperature, among which tensile damage is the most common. Modified polyurethane concrete is a new type of steel bridge deck pavement material. In order to study the effect of temperature on its tensile properties, uniaxial tensile experiments were carried out at −10°C, 0°C, 15°C, 40°C and 60°C. In order to ensure the success of the experiment, two kinds of experimental specimens (dumbbell-shaped specimen and dumbbell-shaped specimen with circular arc edge) were first designed. Meanwhile, a novel tensile testing fixture used to match the specimen was designed, and the experiment comparison of the two specimens was carried out. Through the uniaxial tensile experiment, the stress-strain curves were obtained and the tensile performance indexes were calculated according to the curve. The results show that using the dumbbell-shaped specimen with circular arc edge and the new tensile testing fixture has better effect. The new fixture can restrain the deformation of the fixture by adding bolts, so as to effectively reduce the stress concentration in the loading process. With the increase of temperature, the tensile strength and tensile elastic modulus of modified polyurethane concrete decrease. The peak strain, fracture energy density and tension-compression ratio all increase. The temperature related expressions of the tensile performance indexes are proposed. The uniaxial tensile constitutive relation of modified polyurethane concrete is constructed, and the calculation is in good agreement with the experimental results. The results can serve as basic references for the future engineering application of this material.
- axial tension constitutive relation /
- tensile strength /
- uniaxial tensile experiment /
- modified polyurethane concrete /
- temperature

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图 1 单轴拉伸试件尺寸图

Figure 1. Size of uniaxial tensile specimen

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图 2 夹具变形示意图

Figure 2. Diagram of fixture deformation

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图 3 单轴拉伸试验试件

Figure 3. Uniaxial tensile experiment specimens

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图 4 恒温恒湿箱

Figure 4. Constant temperature box

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图 5 单轴拉伸试验装置

Figure 5. Uniaxial tensile experiment device

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图 6 部分改性聚氨酯混凝土试件断裂图

Figure 6. Fracture of some specimens for modified polyurethane concrete

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图 7 部分改性聚氨酯混凝土试件断裂面图

Figure 7. Fracture cross section of some specimens for modified polyurethane concrete

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图 8 改性聚氨酯混凝土抗拉强度与温度的关系

Figure 8. Relationship between tensile strength and temperature of modified polyurethane concrete

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图 9 改性聚氨酯混凝土峰值应变与温度的关系

Figure 9. Relationship between peak stress and temperature of modified polyurethane concrete

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图 10 改性聚氨酯混凝土拉伸弹性模量与温度的关系

Figure 10. Relationship between elastic modulus and temperature of modified polyurethane concrete

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图 11 温度对改性聚氨酯混凝土轴向拉伸应力-应变曲线的影响

Figure 11. Effect of temperature on stress-strain curve of modified polyurethane concrete

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图 12 改性聚氨酯混凝土单轴拉伸本构关系模型计算值与试验值的对比

Figure 12. Comparison between calculated values of constitutive relation model and experiment values for modified polyurethane concrete

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表 1 改性聚氨酯混凝土配合比

Table 1. Mix proportion of modified polyurethane concrete

Component	Particle size D/mm	Mass fraction/%	Fineness modulus	Apparent density /(kg·m⁻³)
Coarse aggregate (4.76-9.52 mm)	4.76≤D≤9.52	30	3.4	2600
Fine aggregate (0.16-4.76 mm)	0.16≤D≤0.62	17.8	2.5	2580
	0.62≤D≤2.35	20
	2.35≤D≤4.76	16.8
Modified polyurethane binder	-	15.2	-	-
Catalyst	-	0.2	-	-

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表 2 改性聚氨酯混凝土单轴拉伸试验方法效果对比

Table 2. Effect comparison of uniaxial tensile experiment method for modified polyurethane concrete

Number	Experimental method	Diagram	Thickness w	Specimen failure	Damage feature	Reference
LS-1	End bond tensile dumbbell-shaped specimen		w=75 mm		Cracks mostly occur at the loading end and finally destroyed	[24,25]
LS-2	End bond tensile dumbbell-shaped specimen with circular arc edge (bolts added)		w=75 mm		The specimens are broken in the middle without obvious stress concentration	New design

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表 3 改性聚氨酯混凝土单轴拉伸试验结果

Table 3. Results of uniaxial tensile experiment for modified polyurethane concrete

Temperature	Tensile strength /MPa	Peak strain/%	Elastic modulus /GPa	Fracture energy density /(N·mm⁻²)	Compressive strength /MPa^[9]
−10℃	10.28	0.0681	16.86	3.304	81.78
0℃	10.80	0.0690	16.16	3.929	81.83
15℃	9.79	0.0958	11.93	4.247	58.87
40℃	5.87	0.1432	6.23	5.561	39.50
60℃	3.95	0.4967	1.21	12.843	20.91

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表 4 不同温度下的改性聚氨酯混凝土拉压比

Table 4. Tensile-compression ratio of modified polyurethane concrete at different temperatures

Temperature/℃	Tensile strength /MPa	Compressive strength/MPa	Splitting tensile strength/MPa	Tension-compression ratio W₁/%	Tension-compression ratio W₂^[32]/%	Relative error/%
−10	10.28	86.67	8.24	11.86	9.51	19.81
0	10.80	79.62	7.93	13.56	9.96	26.55
15	9.79	71.93	7.11	13.61	9.88	27.40
40	5.87	42.97	4.77	13.66	11.1	18.74
60	3.95	26.19	2.67	15.08	10.19	32.43

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表 5 改性聚氨酯混凝土五组温度下与温度相关的上升段参数a_T和b_T的拟合值

Table 5. Fitting values of a_T and b_T of modified polyurethane concrete under five groups of temperatures

Temperature/°C	−10	0	15	40	60
a_T	1.30	1.00	1.19	0.51	0.37
b_T	1.06	1.00	0.98	1.23	1.36
Note: The correlation coefficients are above 0.95.

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